Design method of equivalent simulation component of wall-type connecting metal shear damper

Abstract

The application discloses a design method of equivalent simulation components of wall type connecting metal shear damper, and relates to the field of aseismic component design methods. X direction and Y direction damper share of earthquake shear force proportion to determine the yield load of the damper, to determine the yield displacement of the damper according to the design performance target of the damper, to determine the post-yield stiffness ratio of the metal shear damper, to establish a vibration reduction structure analysis model with the damper unit and the connecting wall pier unit, to calculate the secant stiffness of the metal shear damper, and to calculate the stiffness of the metal shear damper connecting wall pier. The application can design the equivalent simulation components of the damper in the construction drawing model according to the performance parameters of the metal shear damper and the connecting wall pier, and is of great significance to the correct establishment of the construction drawing model of the metal damper vibration reduction structure and equivalent elastic analysis.

Description

Technical Field

[0001] This invention relates to the field of metal shear damper design methods, and more specifically to a design method for an equivalent simulation component of a wall-connected metal shear damper. Background Technology

[0002] With the continuous development of industrialized cities and the ever-increasing demand for seismic performance of modern buildings, reducing the damage to buildings under earthquakes and mitigating losses to public life and property has become a primary task in contemporary engineering structural design.

[0003] Metal shear dampers are energy dissipation and vibration reduction components that can effectively improve the seismic performance of structures. Their connection to the main structure is often via a wall connection. When designing construction drawings for metal shear damper-reduced structures, a vibration reduction structure model including the damper and its connecting components must first be established. Currently, structural design software capable of designing construction drawings conforming to Chinese standards cannot simulate the energy dissipation and vibration reduction components formed by connecting components of arbitrary size to the damper, nor can it accurately simulate the mechanical behavior of the damper in the construction drawing model. Therefore, it is impossible to correctly establish a vibration reduction structure model for construction drawing design. Summary of the Invention

[0004] To address the aforementioned engineering challenges, this invention proposes a design method for simulating the equivalent component of a wall-connected metal shear damper in YJK and PKPM software. This method can design the equivalent simulation component of the damper in the construction drawing model based on the performance parameters of the metal shear damper and the connecting wall pier. This method is of great significance for the correct establishment of the construction drawing model of the metal damper vibration reduction structure and the equivalent elastic analysis.

[0005] To achieve the above-mentioned technical effects, the present invention is implemented through the following technical solution:

[0006] A design method for an equivalent simulation component of a wall-mounted metal shear damper includes the following steps:

[0007] S1. Establish a non-damping structural model without metal shear dampers and calculate the structural model using the modal decomposition response spectrum method. direction and The direction of the base shear force under frequent earthquakes;

[0008] S2. Determine the planar layout of the metal shear dampers in the building based on the architectural design.

[0009] S3, according to the structure direction and The yield bearing capacity of the metal shear damper is determined by the proportion of seismic shear force shared by the metal shear damper in the direction of the earthquake.

[0010] S4. Determine the yield displacement of the metal shear damper according to its design performance objectives.

[0011] S5. Determine the post-yield stiffness ratio of the metal shear damper;

[0012] S6. A seismic isolation structure analysis model with damper units and connecting wall pier units is established using finite element analysis software. Natural and artificial seismic waves conforming to the specifications are selected to perform nonlinear time history analysis on the established seismic isolation structure, and the damping force and corresponding displacement of each metal shear damper under the action of seismic waves are obtained.

[0013] S7. Based on the damping force and corresponding displacement of the metal shear damper obtained in step S6, the secant stiffness of the metal shear damper is calculated using a bi-segmented line model.

[0014] S8. Calculate the stiffness of the metal shear damper connected to the wall pier.

[0015] S9. Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers.

[0016] S10. Calculate the out-of-plane cross-sectional width of the equivalent simulated component of the damper;

[0017] S11. Verify whether the lateral stiffness of the equivalent simulated component of the metal shear damper is consistent with the equivalent lateral stiffness of the metal shear damper and the upper and lower connecting wall piers connected in series.

[0018] After the verification of steps S12 and S11 is passed, the equivalent simulation component size of the metal shear damper obtained from the design can be used in the structural model to simulate the energy dissipation component formed by the damper and the connecting wall pier in series, thereby establishing an equivalent vibration reduction model for construction drawing design.

[0019] A design method for an equivalent simulation component of a wall-mounted metal shear damper includes the following steps:

[0020] S1. Establish a non-damped structural model without dampers and calculate the structural model using the modal response spectrum method. direction and Direction of base shear force under frequent earthquakes and ;

[0021] S2. Determine the planar layout of the metal shear dampers in the building based on the architectural design.

[0022] S3, according to the structure direction and The proportion of seismic shear force shared by the directional metal shear damper determines the yield capacity of the damper.

[0023] (1)

[0024] (2)

[0025] In the formula, and They are respectively structure direction and Yield bearing capacity of directional metal shear dampers The base shear force sharing ratio, and They are respectively structure direction and The number of metal shear dampers arranged on the first floor;

[0026] S4. Determine the yield displacement of the metal damper based on its design performance objectives. ;

[0027] S5. Determine the post-yield stiffness ratio α of the metal shear damper;

[0028] S6. A seismic isolation structure analysis model with damper elements and connecting wall pier elements was established using finite element analysis software. Natural and artificial seismic waves conforming to seismic standards were selected to perform nonlinear time history analysis on the established seismic isolation structure, and the damping force of each metal shear damper under seismic wave action was obtained. and the corresponding displacement ;

[0029] S7. Based on the damping force of the metal shear damper obtained in step S6. and the corresponding displacement The secant stiffness of the metal shear damper was calculated using a bi-segmented model. :

[0030] (3)

[0031] S8. Calculate the stiffness of the metal shear damper connected to the wall pier. , Including bending stiffness and shear stiffness Two parts:

[0032] (4)

[0033] (5)

[0034] (6)

[0035] In the formula, This is an elastic model for concrete. This refers to the shear modulus of concrete. The moment of inertia of the cross section of the metal shear damper connected to the wall pier. η The section modulus of the metal shear damper connecting the wall pier is denoted as . Let be the cross-sectional area of ​​the wall pier connecting the metal shear damper. The height of the wall pier connecting the metal shear damper;

[0036] S9. Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers. :

[0037] (7)

[0038] S10. Calculate the out-of-plane cross-sectional width of the equivalent simulated component of the metal shear damper. Since metal shear dampers only function to dissipate energy and reduce vibration within their mounting plane, and cannot provide lateral stiffness or hysteretic energy dissipation outside the plane, the equivalent simulation component of the metal shear damper in the equivalent damping model should also possess this characteristic. Therefore, the out-of-plane dimensions and thickness of the equivalent simulation component of the metal shear damper are taken as... Based on the principle of stiffness consistency, the cross-sectional width is calculated by combining equations (4), (5), (6), (7), (8), (9), (10), and (11). :

[0039] (8)

[0040] (9)

[0041] (10)

[0042] In the formula, For the elasticity model of steel, This is the shear modulus of steel. The net height of the floor where the metal shear damper is located. The bending stiffness of the equivalent component of the metal shear damper is calculated. The shear stiffness of the equivalent simulated component for the metal shear damper is calculated. The lateral stiffness of the equivalent simulated component for the metal shear damper;

[0043] S11. Verify the lateral stiffness of the equivalent simulated component of the metal shear damper. Equivalent lateral stiffness after being connected in series with metal shear dampers and upper and lower connecting wall piers Whether it is consistent, that is, whether it satisfies the following formula. If it is not satisfied, the lateral stiffness should be recalculated after adjusting the size of the equivalent simulation component of the metal shear damper. Until the following requirement is met:

[0044] (11)

[0045] After the verification in steps S12 and S11 is passed, the equivalent simulated component size of the metal shear damper obtained from the design can be used. and In the structural model, "frame column" elements are used to simulate the energy dissipation components formed by the damper and the connecting wall pier in series, thereby establishing an equivalent vibration reduction model for construction drawing design.

[0046] Furthermore, in step S1, the modal response spectrum method is used to calculate the structure. direction and Direction of base shear force under frequent earthquakes and When using the software, the maximum value of the horizontal seismic influence coefficient should be entered according to the seismic fortification intensity of the structure. The corresponding period reduction coefficient should also be entered according to the requirements of the Technical Specification for Concrete Structures of High-Rise Buildings (JGJ 3-2010) based on the structure's system and infill wall type.

[0047] Furthermore, in step S2, the planar layout of the metal shear damper in the building should first be considered at locations with complete partition walls or floors with large structural deformation, in order to reduce the impact of the metal shear damper's layout on the building's function and improve the damper's energy consumption efficiency.

[0048] Furthermore, the value of the base shear force sharing ratio λ in step S3 is related to the seismic fortification intensity of the structure. When the seismic fortification intensity is 7 degrees (0.1g), λ is 0.3; when the seismic fortification intensity is 7 degrees (0.15g), λ is 0.25; when the seismic fortification intensity is 8 degrees (0.2g), λ is 0.2; when the seismic fortification intensity is 8 degrees (0.3g), λ is 0.18; and when the seismic fortification intensity is 9 degrees (0.4g), λ is 0.15.

[0049] Furthermore, in step S5, the post-yield stiffness ratio α is set to 0.02.

[0050] Furthermore, in step 6, a seismic isolation structure analysis model with damper elements and connecting wall pier elements is established using finite element analysis software. Beams and columns are simulated using rod elements, connecting wall piers using shell elements, and the metal shear damper using plastic connection elements. When performing nonlinear time-history analysis on the established seismic isolation structure using natural and artificial seismic waves conforming to the "Standard for Seismic Design of Buildings" (GB / T 50011—2010) (2024 edition), a combination of 5 natural seismic waves + 2 artificial seismic waves or 2 natural seismic waves + 1 artificial seismic wave can be used. When using a combination of 5 natural seismic waves + 2 artificial seismic waves, the damping force of the metal shear damper under the action of the seismic waves is... and the corresponding displacement The average value of the calculation results of 7 seismic waves is taken. When a combination of 2 natural seismic waves and 1 artificial seismic wave is used, the damping force F and the corresponding displacement U of the metal shear damper under the action of seismic waves are taken as the envelope value of the calculation results of 3 seismic waves. The nonlinear time history analysis method can adopt the modal superposition method or the step-by-step integration method.

[0051] Furthermore, in the vibration reduction structural analysis model with damper units and connecting wall pier units established in step S6, the beam and column cross-sectional dimensions are designed according to structural strength and stiffness requirements, and the thickness of the connecting wall piers... The value is 200 mm, width The value is 1500 mm.

[0052] Furthermore, the shear modulus of the concrete in step S8... Values The section modulus of the metal shear damper connecting the wall pier η The value is 1.2, representing the height of the metal shear damper connected to the wall pier. Calculate using the following formula:

[0053] (12)

[0054] In the formula, This is the net height of the metal shear damper.

[0055] Furthermore, the elastic model of the steel in step S10 The value is 206000 MPa, which is the shear modulus of steel. Values The net height of the floor where the metal shear damper is located The value is the floor height of the floor where the metal shear damper is located. Subtract the beam height of the frame beam connected to the upper end of the metal shear damper. .

[0056] Furthermore, in step S11, the lateral stiffness of the equivalent simulated component of the metal shear damper is calculated. The equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers If the error is large and exceeds 5%, the width of the equivalent simulation component of the metal shear damper can be reduced and the calculation recalculated. Conversely, after increasing the width of the equivalent simulated component of the metal shear damper, the calculation is recalculated. Continue until the error between the two does not exceed 5%.

[0057] Furthermore, in step S11, when using frame flat column units in the structural model to simulate the energy dissipation component formed by the damper and the connecting wall pier in series, the frame flat column units must release the vertical constraint in the direction of U1 in the special component definition to simulate the performance characteristics of the damper not bearing vertical loads.

[0058] The beneficial effects of the present invention are as follows: The method of the present invention can design the equivalent simulation component of the damper in the construction drawing model based on the performance parameters of the metal shear damper and the connecting wall pier. It is of great significance for the correct establishment of the construction drawing model of the metal damper vibration reduction structure and the equivalent elastic analysis, and solves the problem of accurate establishment of the construction drawing model of the wall-connected metal shear damper vibration reduction structure. Attached Figure Description

[0059] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0060] Figure 1 This is a flowchart of the design process for an equivalent simulation component of a wall-mounted metal shear damper.

[0061] Figure 2 This is a schematic diagram for calculating the secant stiffness of a bi-segmented metal shear damper.

[0062] Figure 3 This is a model diagram of a non-damped structure without dampers;

[0063] Figure 4 It is a structural analysis model diagram of a damping structure with damper units and connecting wall pier units;

[0064] Figure 5 These are the seven seismic waveforms selected for nonlinear time history analysis in the embodiment;

[0065] Figure 6This is a parameter setting diagram for using "frame flat column" units in the structural model in the embodiment;

[0066] Figure 7 This is an equivalent vibration reduction model diagram established in the embodiments for construction drawing design. Detailed Implementation

[0067] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0068] like Figure 1 As shown, the present invention provides a design method for an equivalent simulation component of a wall-type connected metal shear damper, comprising the following steps:

[0069] S1. Establish a non-damping structural model without metal shear dampers and calculate the structural model using the modal decomposition response spectrum method. direction and The direction of the base shear force under frequent earthquakes;

[0070] S2. Determine the planar layout of the metal shear dampers in the building based on the architectural design.

[0071] S3, according to the structure direction and The yield bearing capacity of the metal shear damper is determined by the proportion of seismic shear force shared by the metal shear damper in the direction of the earthquake.

[0072] S4. Determine the yield displacement of the metal shear damper according to its design performance objectives.

[0073] S5. Determine the post-yield stiffness ratio of the metal shear damper;

[0074] S6. A seismic isolation structure analysis model with damper units and connecting wall pier units is established using finite element analysis software. Natural and artificial seismic waves conforming to the specifications are selected to perform nonlinear time history analysis on the established seismic isolation structure, and the damping force and corresponding displacement of each metal shear damper under the action of seismic waves are obtained.

[0075] S7. Based on the damping force and corresponding displacement of the metal shear damper obtained in step S6, the secant stiffness of the metal shear damper is calculated using a bi-segmented line model.

[0076] S8. Calculate the stiffness of the metal shear damper connected to the wall pier.

[0077] S9. Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers.

[0078] S10. Calculate the out-of-plane cross-sectional width of the equivalent simulated component of the damper;

[0079] S11. Verify whether the lateral stiffness of the equivalent simulated component of the metal shear damper is consistent with the equivalent lateral stiffness of the metal shear damper and the upper and lower connecting wall piers connected in series.

[0080] After the verification of steps S12 and S11 is passed, the equivalent simulation component size of the metal shear damper obtained from the design can be used in the structural model to simulate the energy dissipation component formed by the damper and the connecting wall pier in series, thereby establishing an equivalent vibration reduction model for construction drawing design.

[0081] Specifically, it includes the following steps:

[0082] S1. Establish a non-damped structural model without dampers and calculate the structural model using the modal response spectrum method. direction and Direction of base shear force under frequent earthquakes and ;

[0083] S2. Determine the planar layout of the metal shear dampers in the building based on the architectural design.

[0084] S3, according to the structure direction and The proportion of seismic shear force shared by the directional damper determines the yield capacity of the damper.

[0085] (1)

[0086] (2)

[0087] In the formula, and They are respectively structure direction and Yield bearing capacity of directional metal shear dampers The base shear force sharing ratio, and They are respectively structure direction and The number of metal shear dampers arranged on the first floor;

[0088] S4. Determine the yield displacement of the metal shear damper based on its design performance objectives. ;

[0089] S5. Determine the post-yield stiffness ratio α of the metal shear damper;

[0090] S6. A seismic isolation structure analysis model with damper elements and connecting wall pier elements was established using finite element analysis software. Natural and artificial seismic waves conforming to seismic standards were selected to perform nonlinear time history analysis on the established seismic isolation structure, and the damping force of each metal shear damper under seismic wave action was obtained. and the corresponding displacement ;

[0091] S7. Based on the damping force of the damper obtained in step S6 and the corresponding displacement ,use Figure 2 The bilinear model shown calculates the secant stiffness of the metal shear damper. :

[0092] (3)

[0093] S8. Calculate the stiffness of the metal shear damper connected to the wall pier. , Including bending stiffness and shear stiffness Two parts:

[0094] (4)

[0095] (5)

[0096] (6)

[0097] In the formula, This is an elastic model for concrete. This refers to the shear modulus of concrete. The moment of inertia of the cross section of the metal shear damper connected to the wall pier. η The section modulus of the metal shear damper connecting the wall pier is denoted as . Let be the cross-sectional area of ​​the wall pier connecting the metal shear damper. The height of the wall pier connecting the metal shear damper;

[0098] S9. Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers. :

[0099] (7)

[0100] S10. Calculate the out-of-plane cross-sectional width of the equivalent simulated component of the metal shear damper. Since metal shear dampers only function to dissipate energy and reduce vibration within their mounting plane, and cannot provide lateral stiffness or hysteretic energy dissipation outside the plane, the equivalent simulation component of the metal shear damper in the equivalent damping model should also possess this characteristic. Therefore, the out-of-plane dimensions and thickness of the equivalent simulation component of the metal shear damper are taken as... Based on the principle of stiffness consistency, the cross-sectional width is calculated by combining equations (4), (5), (6), (7), (8), (9), (10), and (11). :

[0101] (8)

[0102] (9)

[0103] (10)

[0104] In the formula, For the elasticity model of steel, This is the shear modulus of steel. The net height of the floor where the metal shear damper is located. The bending stiffness of the equivalent component of the metal shear damper is calculated. The shear stiffness of the equivalent simulated component for the metal shear damper is calculated. The lateral stiffness of the equivalent simulated component for the metal shear damper;

[0105] S11. Verify the lateral stiffness of the equivalent simulated component of the metal shear damper. Equivalent lateral stiffness after being connected in series with metal shear dampers and upper and lower connecting wall piers Whether it is consistent, that is, whether it satisfies the following formula. If it is not satisfied, the lateral stiffness should be recalculated after adjusting the size of the equivalent simulation component of the metal shear damper. Until the following requirement is met:

[0106] (11)

[0107] After the verification in steps S12 and S11 is passed, the equivalent simulated component size of the metal shear damper obtained from the design can be used. and In the structural model, "frame column" elements are used to simulate the energy dissipation components formed by the metal shear damper and the connecting wall pier in series, thereby establishing an equivalent vibration reduction model for construction drawing design.

[0108] In this embodiment, the modal response spectrum method is used to calculate the structure in step S1. direction and Direction of base shear force under frequent earthquakes and When using the software, the maximum value of the horizontal seismic influence coefficient should be entered according to the seismic fortification intensity of the structure. The corresponding period reduction coefficient should also be entered according to the requirements of the Technical Specification for Concrete Structures of High-Rise Buildings (JGJ 3-2010) based on the structure's system and infill wall type.

[0109] In this embodiment, the planar layout of the metal shear damper in step S2 should first be considered at locations with complete partition walls or floors with large structural deformation, in order to reduce the impact of the metal shear damper's layout on the building's function and improve the damper's energy consumption efficiency.

[0110] In this embodiment, the value of the base shear force sharing ratio λ in step S3 is related to the seismic fortification intensity of the structure. When the seismic fortification intensity is 7 degrees (0.1g), λ is 0.3; when the seismic fortification intensity is 7 degrees (0.15g), λ is 0.25; when the seismic fortification intensity is 8 degrees (0.2g), λ is 0.2; when the seismic fortification intensity is 8 degrees (0.3g), λ is 0.18; and when the seismic fortification intensity is 9 degrees (0.4g), λ is 0.15.

[0111] In this embodiment, in step S5, the post-yield stiffness ratio α is 0.02.

[0112] In this embodiment, step 6 uses finite element analysis software to establish a seismic isolation structure analysis model with damper elements and connecting wall pier elements. Beams and columns are simulated using rod elements, connecting wall piers are simulated using shell elements, and metal shear dampers are simulated using plastic connection elements. The model conforms to the "Standard for Seismic Design of Buildings" (GB / T). When performing nonlinear time-history analysis on the established damping structure using natural and artificial seismic waves from the 50011-2010 (2024 version), a combination of 5 natural seismic waves + 2 artificial seismic waves or 2 natural seismic waves + 1 artificial seismic wave can be used. When using the combination of 5 natural seismic waves + 2 artificial seismic waves, the damping force F and the corresponding displacement U of the metal shear damper under the action of seismic waves are taken as the average value of the calculation results of 7 seismic waves. When using the combination of 2 natural seismic waves + 1 artificial seismic wave, the damping force F and the corresponding displacement U of the metal shear damper under the action of seismic waves are taken as the envelope value of the calculation results of 3 seismic waves. The nonlinear time-history analysis method can be the modal superposition method or the step-by-step integration method.

[0113] In this embodiment, in the vibration reduction structural analysis model with damper units and connecting wall pier units established in step S6, the beam and column cross-sectional dimensions are designed according to structural strength and stiffness requirements, and the thickness of the connecting wall piers is... The value is 200 mm, width The value is 1500 mm.

[0114] In this embodiment, the shear modulus of the concrete in step S8 Values The section modulus of the metal shear damper connecting the wall pier η The value is 1.2, representing the height of the metal shear damper connected to the wall pier. Calculate using the following formula:

[0115] (12)

[0116] In the formula, This is the net height of the metal shear damper.

[0117] In this embodiment, the elastic model of the steel in step S10 The value is 206000 MPa, which is the shear modulus of steel. Values The net height of the floor where the metal shear damper is located The value is the floor height of the floor where the metal shear damper is located. Subtract the beam height of the frame beam connected to the upper end of the metal shear damper. .

[0118] In this embodiment, the lateral stiffness of the equivalent simulated component of the metal shear damper is calculated in step S11. The equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers If the error is large and exceeds 5%, the width of the equivalent simulation component of the metal shear damper can be reduced and the calculation recalculated. Conversely, after increasing the width of the equivalent simulated component of the metal shear damper, the calculation is recalculated. Continue until the error between the two does not exceed 5%.

[0119] In this embodiment, when step S11 uses a frame flat column unit in the structural model to simulate the energy dissipation component formed by the damper and the connecting wall pier in series, the frame flat column unit must release the vertical constraint in the direction of U1 in the special component definition to simulate the performance characteristics of the metal shear damper not bearing vertical loads.

[0120] The actual engineering project selected in this embodiment is located in Qujing City, Yunnan Province. The building is a middle school teaching building with a height of 31.8 meters and a 7-story superstructure. The structural form is a reinforced concrete frame structure. The structural safety level is Level 1, the importance coefficient is 1.1, the structural design service life is 50 years, the building's seismic fortification classification is Class B (key fortification category), the building's seismic fortification intensity is 7 degrees, the basic seismic acceleration is 0.1g, the seismic group is Group 3, the building site category is Class II, the building's seismic resistance level is Level 2 for the frame, and the concrete strength grade of the beams and columns is C40. To improve the structure's safety under seismic loads, a metal shear damper is used to enhance the structure's seismic performance. The connection between the damper and the main structure is a wall-type connection.

[0121] Step 1: Establish a non-damped structural model without dampers, and calculate the structural model using the modal response spectrum method. direction and Direction of base shear force under frequent earthquakes and The established structural model is as follows: Figure 3 As shown, the maximum value of the seismic influence coefficient for frequent earthquakes. The period reduction factor is set to 0.08, and the structural value is calculated using the modal decomposition response spectrum method. direction and The base shear forces under frequent earthquakes are as follows: , .

[0122] Step 2: Determine the planar layout of the metal shear dampers within the building based on the architectural design. The dampers are primarily placed in locations with partition walls and where structural deformation utilization is high. The dampers must be positioned along the structure... direction and The dampers are arranged in both directions simultaneously, ensuring that the energy dissipation and vibration reduction objectives of the structure are met. The dampers are arranged on floors 1-4 of the structure, with one floor as a whole: Four sets were arranged. Four sets are arranged on the first floor; second floor: Four sets were arranged. Four sets are arranged; three floors: Four sets were arranged. Four sets are arranged; four floors: Four sets were arranged. Four sets are installed in each direction, for a total of 32 sets of metal shear dampers.

[0123] Step 3: Based on the structure direction and The proportion of seismic shear force shared by the directional damper determines the yield capacity of the damper.

[0124] (13)

[0125] (14)

[0126] Round down to the nearest integer. direction and The yield strength of the directional metal shear damper is uniformly taken as 280kN, that is... .

[0127] Step 4: Determine the yield displacement of the damper based on its design performance objectives. The performance target of the heavy metal shear damper in this project is to begin dissipating energy under frequent earthquakes; therefore, the yield displacement of the damper is... The value is 1mm.

[0128] Step 5: Post-yield stiffness ratio of metal shear dampers α The value is 0.02.

[0129] Step 6: Using SAP2000 finite element analysis software, a seismic isolation structure analysis model with damper elements and connecting wall pier elements is established. Five natural earthquake waves and two artificial earthquake waves conforming to the "Standard for Seismic Design of Buildings" (GB / T 50011-2010) (2024 version) are selected to perform nonlinear time history analysis on the established seismic isolation structure. The established model is as follows: Figure 4 As shown, the seven seismic waves selected for nonlinear time history analysis are as follows: Figure 5 As shown, the damping force of each metal shear damper under seismic wave action is obtained. and the corresponding displacement As shown in Table 1.

[0130] Table 1 Damping force of metal shear damper under frequent earthquakes and displacement

[0131]

[0132] Step 7: Based on the damping force of the damper obtained in Step 6 and the corresponding displacement ， The secant stiffness of each metal shear damper was calculated using a bi-segmented model. , As shown in Table 2.

[0133] Table 2. Secant Stiffness of Metal Shear Dampers calculate

[0134] CAD number Average value (kN) Average value (mm) <![CDATA[Secant stiffness K t (kN / mm)]]> SD-QX1-1 288 2.43 118 SD-QX1-2 288 2.47 117 SD-QX1-3 278 1.15 242 SD-QX1-4 278 1.15 242 SD-QX2-1 279 1.18 236 SD-QX2-2 279 1.19 235 SD-QX2-3 286 2.07 138 SD-QX2-4 286 2.12 135 SD-QX3-1 284 1.80 158 SD-QX3-2 284 1.77 160 SD-QX3-3 253 0.91 279 SD-QX3-4 252 0.90 279 SD-QX4-1 229 0.82 280 SD-QX4-2 230 0.82 280 SD-QX4-3 283 1.45 195 SD-QX4-4 283 1.47 192 SD-QY1-1 283 1.50 188 SD-QY1-2 279 1.12 249 SD-QY1-3 292 3.10 94 SD-QY1-4 283 1.60 177 SD-QY2-1 288 2.44 118 SD-QY2-2 289 2.63 110 SD-QY2-3 282 1.47 192 SD-QY2-4 281 1.23 229 SD-QY3-1 217 0.78 279 SD-QY3-2 285 1.85 154 SD-QY3-3 285 1.94 147 SD-QY3-4 257 0.93 277 SD-QY4-1 224 0.80 280 SD-QY4-2 202 0.72 280 SD-QY4-3 283 1.60 177 SD-QY4-4 283 1.63 174

[0135] Step 8: Calculate the stiffness of the metal shear damper connected to the wall pier. , Including bending stiffness and shear stiffness Two parts:

[0136] (15)

[0137] (16)

[0138] (17).

[0139] Step 9: Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers. The calculation is performed using a metal shear damper with CAD number SD-QX1-1 as an example:

[0140] (18).

[0141] Step 10: Since the metal shear damper only functions to dissipate energy and reduce vibration within its mounting plane, and cannot provide lateral stiffness or hysteretic energy dissipation outside the plane, the equivalent simulation component of the damper in the equivalent damping model should also possess this characteristic. Based on this, the out-of-plane dimension (thickness) of the equivalent simulation component of the damper is taken as... Dimensions in the plane (cross-sectional width) Based on the principle of stiffness consistency, equations (18), (19), (20), (21), and (25) are combined for calculation:

[0142] (19)

[0143] (20)

[0144] (twenty one).

[0145] The cross-sectional width of the equivalent simulated component of the damper was obtained after simultaneous calculation. ,at this time , , They are respectively:

[0146] (twenty two)

[0147] (twenty three)

[0148] (twenty four).

[0149] Step 11: Verify the lateral stiffness of the equivalent simulated component of the damper. Equivalent lateral stiffness after being connected in series with the damper and the upper and lower connecting wall piers Whether they are consistent, that is:

[0150] (25)

[0151] The verification results meet the requirements.

[0152] Step 12: After the verification in Step 11 is passed, the equivalent simulated component dimensions of the damper obtained from the design are used. and In the structural model, frame flat column elements are used to simulate the energy dissipation components formed by the damper and the connecting wall pier in series, such as... Figure 6 As shown, and release the frame flat column unit. Directional (vertical) constraints are imposed to simulate the performance characteristics of the damper when it does not bear vertical loads, ultimately establishing an equivalent damping model for construction drawing design, such as... Figure 7 As shown.

[0153] In the description of this specification, references to terms such as "an embodiment," "example," and "specific example" indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

Claims

1. A design method for an equivalent simulation component of a wall-mounted metal shear damper, characterized in that, Specifically, the following steps are included: S1. Establish a non-damping structural model without metal shear dampers and calculate the structural model using the modal decomposition response spectrum method. direction and Direction of base shear force under frequent earthquakes and ; S2. Determine the planar layout of the metal shear dampers in the building based on the architectural design. S3, according to the structure direction and The proportion of seismic shear force shared by the directional metal shear damper determines the yield capacity of the damper. （1） （2） In the formula, and They are respectively structure direction and Yield bearing capacity of directional metal shear dampers The base shear force sharing ratio, and They are respectively structure direction and The number of metal shear dampers arranged on the first floor; S4. Determine the yield displacement of the metal shear damper based on its design performance objectives. ; S5. Determine the post-yield stiffness ratio α of the metal shear damper; S6. A seismic isolation structure analysis model with metal shear damper elements and connecting wall pier elements was established using finite element analysis software. Natural and artificial seismic waves conforming to seismic standards were selected to perform nonlinear time history analysis on the established seismic isolation structure, and the damping force of each metal shear damper under seismic wave action was obtained. and the corresponding displacement ; S7. Based on the damping force of the metal shear damper obtained in step S6. and the corresponding displacement The secant stiffness of the metal shear damper was calculated using a bi-segmented model. : （3） S8. Calculate the stiffness of the metal shear damper connected to the wall pier. , Including bending stiffness and shear stiffness Two parts （4） （5） （6） In the formula, This is an elastic model for concrete. This refers to the shear modulus of concrete. The moment of inertia of the cross section of the metal shear damper connected to the wall pier. The section modulus of the metal shear damper connecting the wall pier is denoted as . Let be the cross-sectional area of ​​the wall pier connecting the metal shear damper. Height of the metal shear damper connecting wall pier S9. Calculate the equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers. : （7） S10. Calculate the out-of-plane cross-sectional width of the equivalent simulated component of the metal shear damper. Since metal shear dampers only function to dissipate energy and reduce vibration within their mounting plane, and cannot provide lateral stiffness or hysteretic energy dissipation outside the plane, the equivalent simulation component of the damper in the equivalent damping model should also possess this characteristic. Therefore, the thickness of the equivalent simulation component of the damper outside the plane is taken as... Based on the principle of stiffness consistency, the cross-sectional width is calculated by combining equations (4), (5), (6), (7), (8), (9), (10), and (11). : （8） （9） （10） In the formula, For the elasticity model of steel, This is the shear modulus of steel. The net height of the floor where the metal shear damper is located. The bending stiffness of the equivalent component of the metal shear damper is calculated. The shear stiffness of the equivalent simulated component for the metal shear damper is calculated. The lateral stiffness of the equivalent simulated component for the metal shear damper; S11. Verify the lateral stiffness of the equivalent simulated component of the metal shear damper. Equivalent lateral stiffness after being connected in series with metal shear dampers and upper and lower connecting wall piers Whether it is consistent, that is, whether it satisfies the following formula. If it is not satisfied, the lateral stiffness should be recalculated after adjusting the size of the equivalent simulation component of the metal shear damper. until the following requirement is met. （11） After the verification in steps S12 and S11 is passed, the equivalent simulated component dimensions of the metal shear damper obtained from the design are used as the basis. and In the structural model, frame column elements are used to simulate the energy dissipation components formed by the damper and the connecting wall pier in series, thereby establishing an equivalent vibration reduction model for construction drawing design.

2. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, In step S1, the modal decomposition response spectrum method is used to calculate the structure. direction and Direction of base shear force under frequent earthquakes and When using the software, the maximum value of the corresponding horizontal seismic influence coefficient should be entered according to the seismic fortification intensity of the structure, and the corresponding period reduction coefficient should be entered according to the requirements of the design code based on the structure system and the type of infill wall.

3. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, The base shear force sharing ratio in step S3 The value of is related to the seismic fortification intensity of the structure. When the seismic fortification intensity is 7 degrees and 0.1g is used, Take 0.3; when the seismic fortification intensity is 7 degrees and 0.15g is used, Take 0.25; when the seismic fortification intensity is 8 degrees and 0.2g is used, Take 0.2; when the seismic fortification intensity is 8 degrees and 0.3g, Take 0.18; when the seismic fortification intensity is 9 degrees and 0.4g is used, Take 0.

15.

4. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, In step S5, the post-yield stiffness ratio α is set to 0.

02.

5. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, In step S6, a seismic isolation structure analysis model with damper elements and connecting wall pier elements is established using finite element analysis software. Beams and columns are simulated using rod elements, connecting wall piers using shell elements, and the metal shear damper using plastic connection elements. When performing nonlinear time-history analysis on the established seismic isolation structure using natural and artificial seismic waves that meet design specifications, a combination of 5 natural seismic waves + 2 artificial seismic waves or 2 natural seismic waves + 1 artificial seismic wave is used. When using a combination of 5 natural seismic waves + 2 artificial seismic waves, the damping force of the metal shear damper under the action of the seismic waves is... and the corresponding displacement Taking the average of the calculation results of 7 seismic waves, when using a combination of 2 natural seismic waves and 1 artificial seismic wave, the damping force of the metal shear damper under the action of seismic waves is... and the corresponding displacement The envelope values ​​of the calculation results of three seismic waves are taken; the nonlinear time history analysis method adopts the modal superposition method or the step-by-step integration method.

6. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 5, characterized in that, In the vibration reduction structural analysis model with damper units and connecting wall pier units established in step S6, the beam and column cross-sectional dimensions are designed according to structural strength and stiffness requirements, and the thickness of the connecting wall piers is... The value is 200mm, width The value is 1500mm.

7. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, The shear modulus of the concrete in step S8 Values The section modulus of the metal shear damper connecting the wall pier The value is 1.2, representing the height of the metal shear damper connected to the wall pier. Calculate using the following formula: （12） In the formula, This is the net height of the metal shear damper.

8. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, The elastic model of the steel in step S10 The value is 206000 MPa, which is the shear modulus of steel. Values The net height of the floor where the metal shear damper is located The value is the floor height of the floor where the metal shear damper is located. Subtract the beam height of the frame beam connected to the upper end of the metal shear damper. .

9. The design method for an equivalent simulation component of a wall-type connected metal shear damper according to claim 1, characterized in that, In step S11, the lateral stiffness of the equivalent simulated component of the metal shear damper is calculated. The equivalent lateral stiffness of the metal shear damper connected in series with the upper and lower connecting wall piers If the error is large and exceeds 5%, then reduce the width of the equivalent simulated component of the metal shear damper and recalculate. Conversely, after increasing the width of the equivalent simulated component of the metal shear damper, the calculation is recalculated. Continue until the error between the two does not exceed 5%.

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